DRAFT_Att2b_GRCA_190083_Final_CD_Specifications_Vol_2_Division_2_-_23_4.pdf

GRAND CANYON NATIONAL PARK

GRAND CANYON, ARIZONA

REPLACE TRANSCAYON WATERLINE AND

IMPROVE POTABLE WATER SYSTEMS

GRCA 190083

VOLUME 2

DIVISION 2 -23 SPECIFICATIONS

100% Final CDs Submittal

April 22, 2022

NATIONAL PARK SERVICE

DENVER SERVICE CENTER

TABLE OF CONTENTS

DIVISION 02 — EXISTING CONDITIONS

02 41 00 - DEMOLITION

DIVISION 03 — CONCRETE

03 05 05 - CONCRETE TESTING AND INSPECTION

03 11 13 - FORMWORK

03 15 19 - ANCHORAGE TO CONCRETE

03 21 00 - REINFORCEMENT

03 31 30 - CONCRETE, MATERIALS AND PROPORTIONING

03 31 31 - CONCRETE MIXING, PLACING, JOINTING, AND CURING

03 35 00 - CONCRETE FINISHING AND REPAIR OF SURFACE DEFECTS

03 41 33 - PRECAST AND PRESTRESSED CONCRETE

03 47 00 - SITE CAST CONCRETE

DIVISION 04 — MASONRY

04 01 20 - MASONRY CLEANING

04 05 13 - MASONRY MORTAR AND GROUT

04 05 23 - MASONRY ACCESSORIES

04 05 50 - COLD AND HOT WEATHER MASONRY CONSTRUCTION

04 22 00 - CONCRETE MASONRY

04 42 00 - STONE MASONRY AND CLADDING

DIVISION 05 — METALS

05 12 00 - STRUCTURAL STEEL

05 14 00 - STRUCTURAL ALUMINUM

05 21 00 - STEEL JOISTS

05 30 00 - METAL DECKING

05 40 00 - COLD-FORMED METAL FRAMING

05 50 00 - METAL FABRICATIONS

05 52 46 - MECHANICALLY FASTENED ALUMINUM RAILINGS

DIVISION 06 — WOOD, PLASTICS, AND COMPOSITES

06 10 00 - ROUGH CARPENTRY

06 41 00 - ARCHITECTURAL CABINETWORK

06 82 00 - FIBERGLASS REINFORCED PLASTIC FABRICATIONS

DIVISION 07 — THERMAL AND MOISTURE PROTECTION

07 14 00 - FLUID APPLIED WATERPROOFING

07 16 16 - CRYSTALLINE CEMENTITIOUS WATERPROOFING

07 21 00 - BUILDING INSULATION

07 26 00 - UNDER SLAB VAPOR RETARDER

07 27 46 - VAPOR PERMEABLE AIR BARRIER

07 42 13 - PREFORMED METAL WALL PANELS

07 61 13 - METAL ROOFING

07 62 00 - FLASHING AND SHEET METAL

07 84 00 - FIRESTOPPING

07 92 00 - JOINT SEALANTS

DIVISION 08 — OPENINGS

08 11 00 - METAL DOORS AND FRAMES

08 11 16 - ALUMINUM DOORS AND FRAMES

08 15 00 - PLASTIC DOORS

08 31 00 - ACCESS DOORS

08 33 22 - ALUMINUM ROLLING OVERHEAD DOORS

08 33 23 - STEEL OVERHEAD DOORS

08 41 10 - STOREFRONT

08 45 00 - TRANSLUCENT PANEL

08 51 13 - ALUMINUM WINDOWS

08 70 00 - FINISH HARDWARE

08 81 00 - GLASS AND GLAZING

08 90 00 - LOUVERS AND VENTS

DIVISION 09 — FINISHES

09 06 00 - COLOR SCHEDULE

09 22 16 - NON-STRUCTURAL METAL FRAMING

09 29 00 - GYPSUM BOARD

09 30 13 - CERAMIC TILE

09 51 00 - ACOUSTICAL CEILINGS

09 65 00 - RESILIENT FLOORING

09 67 00 - SEAMLESS FLUID APPLIED EPOXY FLOORING

09 67 75 - CONCRETE STAIN (CS)

09 68 13 - TILE CARPETING (CPT)

09 91 23 - ARCHITECTURAL PAINTING

09 96 00 - HIGH PERFORMANCE INDUSTRIAL COATINGS

DIVISION 10 — SPECIALTIES

10 11 00 - MARKERBOARDS AND TACKBOARDS

10 14 00 - IDENTIFICATION DEVICES

10 14 23 - SIGNAGE

10 26 00 - WALL AND DOOR PROTECTION

10 28 13 - TOILET AND BATH ACCESSORIES

10 43 00 - EMERGENCY AID SPECIALTIES

10 44 33 - FIRE EXTINGUISER

10 51 13 - METAL LOCKERS

DIVISION 11 — EQUIPMENT

11 24 26 - SHOP AND STORAGE EQUIPMENT

11 30 13 - APPLIANCES

11 53 00 - LABORATORY INSTRUMENTATION - TABLE-TOP AND HANDHELD

DIVISION 12 — FURNISHINGS

12 24 13 - ROLLER WINDOW SHADES

12 35 53.13 - METAL LABORATORY CASEWORK

12 36 63 - SOLID SURFACE FABRICATIONS (SSF)

12 48 13 - ENTRANCE FLOOR MATS AND FRAMES

12 51 00 - OFFICE FURNITURE

DIVISION 21 — FIRE SUPPRESSION

21 05 00 - FIRE PROTECTION SYSTEMS

DIVISION 22 — PLUMBING

22 05 53 - IDENTIFICATION FOR PLUMBING PIPING AND EQUIPMENT

22 15 00 - GENERAL SERVICE COMPRESSED-AIR SYSTEMS

22 20 00 - PLUMBING FIXTURES AND EQUIPMENT

DIVISION 23 — HEATING VENTILATING AND AIR CONDITIONING

23 05 48 - MECHANICAL SEISMIC RESTRAINT SYSTEMS

23 05 50 - MECHANICAL SOUND AND VIBRATION CONTROL

23 05 53 - IDENTIFICATION FOR HVAC, DUCTWORK, PIPING AND HVAC EQUIPMENT

23 05 93 - HVAC SYSTEMS - BALANCING AND TESTING

23 09 00 - INSTRUMENTATION AND CONTROL FOR HVAC SYSTEMS

23 31 00 - HVAC - DUCTWORK

23 34 00 - HVAC - FANS

23 80 00 - HVAC - EQUIPMENT

10301936 National Park Service GRCA 190083 - TCWL Replacement Package B&C - 100% Final CDs

SEALS AND SIGNATURES - VOLUME 2

00 01 07.2 - 1

SEALS AND SIGNATURES - VOLUME 2

It is a violation of applicable laws and regulations governing professional licensing and registration for any person, unless acting under the direction of the licensed and registered design professional(s) indicated above, to alter in any way the Specifications in this project manual.

I hereby certify that the portion of the Specifications described below was prepared by me or under my direct supervision and that I am a duly registered Professional Engineer under the laws of the State of Arizona.

Robert Moore 04/22/2022

Pages or Specifications divisions or sections covered by this seal:

Section 02 41 00

Ron Manske 04/22/2022

Division 03, Sections 05 12 00, 05 14 00, 05 21 00, 05 30 00, 05 40 00, 05 50 00, 07 16 16

Architect under the laws of the State of Arizona.

Scott Heaney 04/22/2022

Sections 04 01 20, 04 05 13, 04 05 23, 04 05 50, 04 22 00, 04 42 00, 05 52 46, Divisions 06, 07, 08, 09, 10, 11, 12

SEALS AND SIGNATURES - VOLUME 2

00 01 07.2 - 2

Jennifer Stillman 04/22/2022

Sections 10 14 00, 11 53 00

Zach Sachsenmaier 04/22/2022

Divisions 21

Brian Perlberg 04/22/2022

Divisions 22, 23

END OF SEALS AND SIGNATURES

D I V I S I O N 0 2

EXISTING CONDITIONS

DEMOLITION

02 41 00 - 1

SECTION 02 41 00 1

DEMOLITION 2

PART 1 - GENERAL 3

1.1 SUMMARY 4

A. Furnish labor, materials, tools, equipment, and services for Demolition, as indicated, in 5 accordance with provisions of Contract Documents. 6

B. Completely coordinate with work of other trades. 7

1.2 QUALITY ASSURANCE 8

A. Conduct work in accordance with OSHA and EPA requirements. 9

B. National Fire Protection Association (NFPA): 10

1. NFPA 241 Standards for Safeguarding Construction, Alteration, and Demolition 11

Operations. 12

C. Design, engineering, and construction of shoring, bracing and supports are responsibility of 13

Contractor. 14

1. Employ a Registered Engineer, licensed to practice structural engineering in state in which 15 project is located. 16

2. Design to support dead, live, and lateral, wind or seismic loads required by code or as 17 otherwise indicated, along with construction loads during demolition until permanent 18 construction is in place. 19

1.3 DESCRIPTION 20

A. Work Includes: 21

1. Demolition of designated structures. 22

2. Removal of demolition debris. 23

3. Protection of construction to remain, including: 24

a. Utilities. 25

b. Other items indicated. 26

B. Condition of Existing Structures to be demolished: 27

1. Contracting Officer assumes no responsibility for actual condition of structures to be 28 demolished. 29

2. Contracting Officer will maintain building conditions existing at time of inspection for 30 bidding purposes insofar as practicable. 31

C. Standpipes: 32

1. Maintain in operable condition and available for use by fire department. 33

2. Do not demolish standpipe more than one floor below floor being demolished. 34

1.4 JOB CONDITIONS 35

A. Perform preliminary investigations to ascertain extent of work. 36

1. Conditions apparent by investigation will not be allowed as claim for extra cost. 37

B. Obtain and pay for permits required by authorities having jurisdiction and notify interested 38 utilities companies prior to commencement of activities. 39

C. Obtain approval of authorities having jurisdiction for work affecting existing means of egress. 40

1. Review with and obtain approval of authorities for temporary construction which affects 41 such areas. 42

2. Obtain approval of fire authorities. 43

DEMOLITION

02 41 00 - 2

D. Separate, store and dispose of hazardous materials and toxic wastes in accordance with local and 1

EPA regulations and criteria listed below: 2

1. Disposal of fluorescent light tubes in open containers is not permitted. 3

2. Disposal of ballasts and other building elements containing PCBs in open containers is not 4 permitted. 5

3. Disposal of building elements containing mercury in open containers is not permitted. 6

PART 2 - PRODUCTS - NOT USED 7

PART 3 - EXECUTION 8

3.1 GENERAL DEMOLITION PROCEDURES 9

A. Items Designated for Re-use: 10

1. Remove, tag, protect from damage, store and deliver to locations designated. 11

2. Brace motors attached to flexible mountings until reinstallation. 12

B. Demolition of Structures: 13

1. Demolish completely and remove from site. 14

2. Use such methods as required to complete work within limitations of governing regulations. 15

3. Coordinate with Contracting Officer and utility suppliers for shut-off of utilities serving 16 each building. 17

4. Disconnect and seal utilities before commencement of demolition. 18

C. Structural Demolition: 19

1. Demolish concrete and masonry in small sections. 20

2. Perform removal to avoid excessive loads on supporting walls, floors or framing. 21

D. Existing Utilities to Remain. 22

1. Keep in service and protect against damage during demolition. 23

2. Do not interrupt existing utilities serving occupied or facilities in use, except as authorized 24 by Contracting Officer. 25

3. Provide temporary services during interruptions to existing utilities, as acceptable to 26

Contracting Officer. 27

E. Conduct operations to ensure minimum interference with roads, walks, entrances, exits, and 28 adjacent facilities. 29

1. Do not close or obstruct private drives, walks or other facilities unless approved in writing. 30

2. Do not close or obstruct exits from existing facilities or obstruct public thoroughfares and 31 walks without approval of authorities having jurisdiction. 32

3. Provide alternate routes around closed or obstructed traffic ways. 33

F. Provide covered passageways to ensure safe passage of persons in or near areas of work. 34

G. Provide barricades and safety lights as required. 35

3.2 PROTECTION OF FACILITIES TO REMAIN 36

A. Protect Property to Remain: 37

1. Conduct operations to prevent damage by falling debris or other cause to adjacent buildings, 38 structures, and other facilities as well as persons. 39

2. Provide interior and exterior shoring, bracing, or support to prevent movement, settlement 40 or collapse of structures. 41

B. Protect occupants from injury and discomfort. 42

C. Provide temporary dustproof partitions between demolition areas and occupied areas. 43

1. In public areas use clean, painted 1/2 IN thick plywood. 44

2. Utilize fire rated construction where required by Authorities Having Jurisdiction,. 45

DEMOLITION

02 41 00 - 3

D. Provide temporary weather protection and insulation to prevent damage to existing facilities and 1 discomfort to persons in occupied areas. 2

1. Insulation value: R 19. 3

3.3 ITEMS SALVAGED FOR CONTRACTING OFFICER 4

A. Remove salvage items at appropriate stage of demolition, but early enough to prevent damage to 5 them by demolition operations: 6

1. Coordinate with Contracting Officer on items to salvage. 7

B. Remove salvage items as a unit: 8

1. Clean, list, and tag for storage. 9

2. Protect from damage. 10

3. Salvage each item with auxiliary or associated equipment required for operation. 11

4. Store in an area designated within building. 12

3.4 ITEMS SALVAGED FOR CONTRACTOR 13

A. Items of salvage value to Contractor may be removed from structure as work progresses. 14

B. Transport salvaged items from site as they are removed. 15

C. Storage or sale of removed items not permitted on site. 16

3.5 CLEAN-UP AND DISPOSAL OF DEMOLITION MATERIALS 17

A. Remove debris, rubbish, and materials resulting from demolition operations. 18

1. Remove and legally dispose of off-site. 19

2. Do not burn materials on site. 20

B. Dispose of items and materials not designated for Contracting Officer salvage or reuse. 21

1. Promptly remove from site. 22

2. Do not store or sell Contractor salvaged items or materials on site. 23

C. Clean adjacent structures and improvements of dust, dirt, and debris caused by demolition 24 operations. 25

D. Return adjacent areas to condition existing prior to start of work. 26

END OF SECTION 27

D I V I S I O N 0 3

CONCRETE

CONCRETE TESTING AND INSPECTION

03 05 05 - 1

SECTION 03 05 05 1

CONCRETE TESTING AND INSPECTION 2

PART 1 - GENERAL 3

1.1 SUMMARY 4

A. Section Includes: 5

1. Contractor requirements for testing of concrete and grout. 6

2. Acceptance criteria for concrete. 7

3. Materials and concrete testing as required to establish concrete mix design. 8

4. Testing of concrete during construction for compliance with Contract Documents. 9

5. In-place testing of concrete, if required. 10

B. Related Specification Sections include but are not necessarily limited to: 11

1. Section 03 21 00 - Reinforcement. 12

2. Section 03 31 30 - Concrete, Materials and Proportioning. 13

3. Section 03 31 31 - Concrete Mixing, Placing, Jointing and Curing. 14

4. Section 03 41 33 - Precast and Prestressed Concrete. 15

1.2 RESPONSIBILITY AND PAYMENT 16

A. Contractor is responsible for all concrete testing and inspections. Inspect and test work as needed 17 to ensure that the quality of materials, workmanship, construction, finish, and functional 18 performance are in compliance with applicable specifications, drawings, and those required by 19 the Building Code 20

1. Hire a qualified, independent, third-party testing agency to perform the following testing: 21 and submit test results and appropriate reports to the Contracting Officer. Each report shall 22 interpret tests and state whether tested work complies with or deviates from requirements. 23

a. Testing of materials and mixes proposed by the Contractor for compliance with the 24

Contract Documents and retesting in the event of changes. 25

b. Additional testing and inspection required because of changes in materials or 26 proportions requested by Contractor. 27

c. Testing and inspection of concrete and grout produced for incorporation into the work 28 during the construction of the Project for compliance with the Contract Documents. 29

d. Additional testing or retesting of materials occasioned by their failure, be test or 30 inspection, to meet requirements of the Contract Documents. 31

e. In-place testing of concrete as may be required by Contracting Officer when strength of 32 structure is considered potentially deficient. 33

f. Other testing services needed or required by Contractor such as field curing of test 34 specimens and testing of additional specimens for determining when forms, form 35 shoring or reshoring may be removed. 36

2. See Specification Section 01 40 00 for additional requirements associated with Quality 37

Control testing and inspections. 38

B. Testing Agency Responsibilities: See Specification Section 01 40 00. 39

1.3 QUALITY ASSURANCE 40

A. Referenced Standards: 41

1. American Concrete Institute (ACI): 42

a. 318, Building Code Requirements for Structural Concrete. 43

2. ASTM International (ASTM): 44

a. ASTM Cement and Concrete Reference Laboratory (CCRL). 45

b. C31, Standard Practice for Making and Curing Concrete Test Specimens in the Field. 46

c. C39, Standard Test Method for Compressive Strength of Cylindrical Concrete 47

Specimens. 48

CONCRETE TESTING AND INSPECTION

03 05 05 - 2

d. C42, Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams 1 of Concrete. 2

e. C94, Standard Specification for Ready-Mixed Concrete. 3

f. C138, Standard Test Method for Density (Unit Weight), Yield, and Air Content 4

(Gravimetric) of Concrete. 5

g. C143, Standard Test Method for Slump of Hydraulic-Cement Concrete. 6

h. C157 Standard Test Method for Length Change of Hardened Hydraulic-CementMortar 7 and Concrete. 8

i. C172, Standard Practice for Sampling Freshly Mixed Concrete. 9

j. C173, Standard Test Method for Air Content of Freshly Mixed Concrete by the 10

Volumetric Method. 11

k. C231, Standard Test Method for Air Content of Freshly Mixed Concrete by the 12

Pressure Method. 13

l. C1019, Standard Test Method for Sampling and Testing Grout. 14

m. C1218, Standard Test Method for Water-Soluble Chloride in Mortar and Concrete. 15

n. E329, Standard Specification for Agencies Engaged in Construction Inspection, 16

Testing, or Special Inspection. 17

B. Qualifications: 18

1. Contractor’s Testing Agency: 19

a. Meeting requirements of ASTM E329 and ASTM C94. 20

b. Provide evidence of recent inspection by CCRL of NBS, and correction of deficiencies 21 noted. 22

C. Use of Testing Agency and approval by Contracting Officer of proposed concrete mix design 23 shall in no way relieve Contractor of responsibility to furnish materials and construction in full 24 compliance with Contract Documents. 25

1.4 DEFINITIONS 26

A. Testing Agency: A qualified, independent third-party, professional testing/inspection firm or 27 service hired directly by the Prime Contractor to perform testing, inspection or analysis services 28 as directed, and as provided in the Contract Documents. 29

1.5 SUBMITTALS 30

A. Shop Drawings: 31

1. Product technical data including: 32

a. Concrete materials and concrete mix designs proposed for use. 33

1) Include results of all testing performed to qualify materials and to establish mix 34 designs. 35

2) Place no concrete until approval of mix designs has been received in writing. 36

3) Submittal for each concrete mix design to include: 37

a) Sieve analysis and source of fine and coarse aggregates. 38

b) Test for aggregate organic impurities. 39

c) Proportioning of all materials. 40

d) Type of cement with mill certificate for the cement. 41

e) Brand, quantity and class of fly ash proposed for use along with other 42 submittal data as required for fly ash by Specification Section 03 31 30. 43

f) Slump. 44

g) Brand, type and quantity of air entrainment and any other proposed 45 admixtures. 46

h) Shrinkage test results. 47

i) Total water soluble chloride ion concentration in hardened concrete from all 48 ingredients determined per ASTM C1218. 49

j) 28-day compression test results and any other data required by Specification 50

Section 03 31 30 to establish concrete mix design. 51

2. Certifications: 52

a. Testing Agency qualifications. 53

CONCRETE TESTING AND INSPECTION

03 05 05 - 3

PART 2 - PRODUCTS - (NOT USED) 1

PART 3 - EXECUTION 2

3.1 TESTING SERVICES TO BE PERFORMED BY TESTING AGENCY 3

A. The following concrete testing will be performed by the Service Provider/Testing Agency: 4

1. Concrete strength testing: 5

a. Secure concrete samples in accordance with ASTM C172. 6

1) Obtain each sample from a different batch of concrete on a random basis, avoiding 7 selection of test batch other than by a number selected at random before 8 commencement of concrete placement. 9

b. For each strength test, mold and cure cylinders from each sample in accordance with 10

ASTM C31. 11

1) Record any deviations from requirements on test report. 12

2) Cylinder size: Per ASTM C31. 13

a) 4 IN cylinders shall not be used for concrete mixes with maximum aggregate 14 size larger than 1 IN. 15

b) Use the same size cylinder for all tests for each concrete mix. 16

3) Quantity: 17

a) 6 IN DIA by 12 IN high: Five cylinders. 18

b) 4 IN DIA by 8 IN high: Six cylinders. 19

c. Field cure one cylinder for the seven day test. 20

1) Laboratory cure the remaining. 21

d. Test cylinders in accordance with ASTM C39. 22

1) 6 IN DIA cylinders: 23

a) Test two cylinders at 28 days for strength test result and the one field cured 24 sample at seven days for information. 25

b) Hold remaining cylinder in reserve. 26

2) 4 IN DIA cylinders: 27

a) Test three cylinders at 28 days for strength test result and the one field cured 28 cylinder at seven days for information. 29

b) Hold remaining cylinders in reserve. 30

e. Strength test result: 31

1) Average of strengths of two, 6 IN DIA cylinders or three, 4 IN DIA cylinders from 32 the same sample tested at 28 days. 33

2) If one cylinder in a test manifests evidence of improper sampling, molding, 34 handling, curing, or testing, discard and test reserve cylinder(s); average strength of 35 remaining cylinders shall be considered strength test result. 36

3) Should all cylinders in any test show any of above defects, discard entire test. 37

f. Frequency of tests: 38

1) Concrete topping, concrete fill and lean concrete: One strength test for each 60 39

CUYD of each type of concrete or fraction thereof placed. 40

2) Precast concrete: Frequency per Specification Section 03 41 33. 41

3) All other concrete: 42

a) One strength test to be taken not less than once a day, nor less than once for 43 each 100 CUYD or fraction thereof placed in any one day. 44

b) Once for each 5000 SQFT of slab or wall surface area placed each day 45

c) If total volume of concrete on Project is such that frequency of testing required 46 in above paragraph will provide less than five strength tests for each concrete 47 mix, tests shall then be made from at least five randomly selected batches or 48 from each batch if fewer than five batches are provided. 49

2. Slump testing: 50

a. Determine slump of concrete sample for each strength test. 51

1) Determine slump in accordance with ASTM C143. 52

CONCRETE TESTING AND INSPECTION

03 05 05 - 4

b. If consistency of concrete appears to vary, the Contracting Officer’s Representative 1 shall be authorized to require a slump test for each concrete truck. 2

1) This practice shall continue until three consecutive batches are determined to be 3 consistent and meet the slump requirements specified. 4

3. Air content testing: Determine air content of concrete sample for each strength test in 5 accordance with ASTM C231, ASTM C173, or ASTM C138. 6

4. Temperature testing: Determine temperature of concrete sample for each strength test. 7

5. In-place concrete testing (if required). 8

3.2 SPECIAL INSPECTIONS 9

A. See Section 01 40 00 and Statement of Structural Tests and Special Inspections forms for special 10 inspection requirements. 11

3.3 SAMPLING ASSISTANCE AND NOTIFICATION 12

A. To facilitate testing and inspection, perform the following: 13

1. Furnish any necessary labor to assist Testing Agency in obtaining and handling samples at 14 site. 15

2. Provide and maintain for sole use of Testing Agency adequate facilities for safe storage and 16 proper curing of test specimens on site for first 24 HRS as required by ASTM C31. 17

3. Take samples at point of placement into concrete member. 18

B. Notify Contractor’s Testing Agency sufficiently in advance of operations (minimum of 24 HRS) 19 to allow for assignment of personnel and for scheduled completion of quality tests. 20

3.4 ACCEPTANCE 21

A. Completed concrete work which meets applicable requirements will be accepted without 22 qualification. 23

B. Completed concrete work which fails to meet one or more requirements but which has been 24 repaired to bring it into compliance will be accepted without qualification. 25

C. Completed concrete work which fails to meet one or more requirements and which cannot be 26 brought into compliance may be accepted or rejected as provided in these Contract Documents. 27

1. In this event, modifications may be required to assure that concrete work complies with 28 requirements. 29

2. Modifications, as directed by Contracting Officer, to be made at no additional cost to 30

Project. 31

D. Dimensional Tolerances: 32

1. Formed surfaces resulting in concrete outlines smaller than permitted by tolerances shall be 33 considered potentially deficient in strength and subject to modifications required by 34

Contracting Officer. 35

2. Formed surfaces resulting in concrete outlines larger than permitted by tolerances may be 36 rejected and excess material subject to removal. 37

a. If removal of excess material is permitted, accomplish in such a manner as to maintain 38 strength of section and to meet all other applicable requirements of function and 39 appearance. 40

3. Concrete members cast in wrong location may be rejected if strength, appearance or 41 function of structure is adversely affected or misplaced items interfere with other 42 construction. 43

4. Inaccurately formed concrete surfaces exceeding limits of tolerances and which are exposed 44 to view, may be rejected. 45

a. Repair or remove and replace if required. 46

5. Finished slabs exceeding tolerances may be required to be repaired provided that strength or 47 appearance is not adversely affected. 48

a. High spots may be removed with a grinder, low spots filled with a patching compound, 49 or other remedial measures performed as permitted or required. 50

CONCRETE TESTING AND INSPECTION

03 05 05 - 5

E. Appearance: 1

1. Concrete surfaces exposed to view with defects which, in opinion of Contracting Officer, 2 adversely affect appearance as required by specified finish shall be repaired by approved 3 methods. 4

2. Concrete not exposed to view is not subject to rejection for defective appearance unless, in 5 the opinion of the Contracting Officer, the defects impair the long-term strength or function 6 of the member. 7

F. High Water-Cement Ratio: 8

1. Concrete with water in excess of the specified maximum water-cement ratio will be 9 rejected. 10

2. Remove and replace concrete with high water-cement ratio or make other corrections as 11 directed by Contracting Officer. 12

G. Strength of Structure: 13

1. Strength of structure in place will be considered potentially deficient if it fails to comply 14 with any requirements which control strength of structure, including but not necessarily 15 limited to following: 16

a. Low concrete strength: 17

1) Test results for standard molded and cured test cylinders to be evaluated separately 18 for each mix design. 19

a) Such evaluation shall be valid only if tests have been conducted in accordance 20 with specified quality standards. 21

b) For evaluation of potential strength and uniformity, each mix design shall be 22 represented by at least three strength tests. 23

c) A strength test shall be the average of two, 6 IN diameter cylinders or three, 4 24

IN diameter cylinders from the same sample tested at 28 days. 25

2) Acceptance: 26

a) Strength level of each specified compressive strength shall be considered 27 satisfactory if both of the following requirements are met: 28

(1) Average of all sets of three consecutive strength tests equal or exceed the 29 required specified 28 day compressive strength. 30

(2) No individual strength test falls below the required specified 28 day 31 compressive strength by more than 500 PSI. 32

b. Reinforcing steel size, configuration, quantity, strength, position, or arrangement at 33 variance with requirements in Specification Section 03 21 00 or requirements of the 34

Contract Drawings or approved Shop Drawings. 35

c. Concrete which differs from required dimensions or location in such a manner as to 36 reduce strength. 37

d. Curing time and procedure not meeting requirements of this Specification Section. 38

e. Inadequate protection of concrete from extremes of temperature during early stages of 39 hardening and strength development. 40

f. Mechanical injury, construction fires, accidents or premature removal of formwork 41 likely to result in deficient strength. 42

g. Concrete defects such as voids, honeycomb, cold joints, spalling, cracking, etc., likely 43 to result in deficient strength or durability. 44

2. Structural analysis and/or additional testing may be required when strength of structure is 45 considered potentially deficient. 46

3. In-place testing of concrete may be required when strength of concrete in place is 47 considered potentially deficient. 48

a. Testing by impact hammer, sonoscope, or other nondestructive device may be 49 permitted by Contracting Officer to determine relative strengths at various locations in 50 the structure or for selecting areas to be cored. 51

1) Such tests shall not be used as a basis for acceptance or rejection. 52

b. Core tests: 53

1) Where required, test cores will be obtained in accordance with ASTM C42. 54

CONCRETE TESTING AND INSPECTION

03 05 05 - 6

a) If concrete in structure will be dry under service conditions, air dry cores 1

(temperature 60 to 80 DEGF, relative humidity less than 60%) for seven days 2 before test then test dry. 3

b) If concrete in structure will be wet or subjected to high moisture atmosphere 4 under service conditions, test cores after immersion in water for at least 40 5

HRS and test wet. 6

c) Testing wet or dry to be determined by Contracting Officer. 7

2) Three representative cores may be taken from each member or area of concrete in 8 place that is considered potentially deficient. 9

a) Location of cores shall be determined by Contracting Officer so as least to 10 impair strength of structure. 11

b) If, before testing, one or more of cores shows evidence of having been 12 damaged subsequent to or during removal from structure, damaged core shall 13 be replaced. 14

3) Concrete in area represented by a core test will be considered adequate if average 15 strength of three cores is equal to at least 85% of specified strength and no single 16 core is less than 75% of specified strength. 17

4) Fill core holes with non-shrink grout and finish to match surrounding surface when 18 exposed in a finished area. 19

4. If core tests are inconclusive or impractical to obtain or if structural analysis does not 20 confirm safety of structure, load tests may be required and their results evaluated in 21 accordance with ACI 318, Chapter 27. 22

5. Correct or replace concrete work judged inadequate by structural analysis or by results of 23 core tests or load tests with additional construction, as directed by Contracting Officer, at 24

Contractor's expense. 25

6. Contractor to pay all costs incurred in providing additional testing and/or structural analysis 26 required. 27

H. Shrinkage Tests: 28

1. Shrinkage tests shall be performed on all concrete with specified shrinkage limits in 29

Specification Section 03 31 30. Shrinkage tests are required for mix design approval and 30 for verification of concrete in the field. 31

a. Mix design shrinkage test: 32

1) The maximum concrete shrinkage limit for the laboratory mix design tests shall be 33 as specified in Specification Section 03 31 30. Standard deviation shall be 34 considered as specified in ASTM C157. The submitted mix design proportions 35 must be the same proportions used for the laboratory mix design shrinkage test. 36

Shrinkage test to indicate concrete meets the specified shrinkage limit. 37

2) Concrete shrinkage for laboratory cast specimens for mix design approval shall 38 conform to ASTM C157 in its entirety. 39

a) Laboratory cast specimens for mix design approval shall be stored as specified 40 by ASTM C157 for Water Storage. 41

b. Field verification shrinkage tests: 42

1) Required for the first field placement of each mix of concrete that is specified as 43 requiring shrinkage testing in Specification Section 03 31 30. 44

2) If excessive cracking or other symptoms that are potentially related to shrinkage 45 occur during construction, Contracting Officer may require additional field 46 shrinkage tests during construction to verify compliance with these Specifications. 47

3) The initial field shrinkage testing will establish a baseline for the shrinkage of the 48 specified mixes that represents the concrete as placed and cured in the field 49

4) Concrete test specimens for field shrinkage test shall be taken to the lab in their 50 molds prior to 24 HRS ±1/2 HR, whereupon they shall be removed from the molds 51 and the initial comparator reading shall be taken in accordance with ASTM C157. 52

Then the specimens shall be returned to the field and cured with the same curing 53 method used in the field. At 28 days after casting of the field specimens, they will 54 be considered to be cured for the purpose of this testing. 55

CONCRETE TESTING AND INSPECTION

03 05 05 - 7

a) Field test specimens shall be stored and comparator readings shall be made as 1 specified for Air Storage in ASTM C157. 2

2. Shrinkage specimens shall be fabricated, cured, dried, and measured in accordance with 3

ASTM C157 and as modified herein. All specimens shall 11-1/4 IN ±1/8 IN for an effective 4 gauge length of 10 IN. 5

a. Shrinkage specimens for mixes with 100% of the aggregate passing the 1 IN sieve shall 6 be 3 IN by 3 IN in cross section. 7

b. For mixes with aggregates larger than 1 IN and with 100% passing a 2 IN sieve, drying 8 shrinkage specimens shall be 4 IN by 4 IN in cross section. 9

3. Report shrinkage test results at intervals as specified for the type of test, either laboratory or 10 field, according to ASTM C157 and the type of storage, water or air respectively. 11

a. The field test shrinkage shall not exceed the laboratory mix shrinkage requirement by 12 more than 50% on the initial placement of each class of concrete required to be 13 shrinkage tested. 14

b. If the required field shrinkage limitation is not met, all aspects of concrete mixing, 15 placing, sampling and curing will be subject to review. Make changes as required to 16 establish compliance. These changes may include, but are necessarily limited to the 17 following: 18

1) Changing the curing methods. 19

2) Changing the source of aggregates. 20

3) Changing the amount of crushed or fractured coarse aggregate. 21

4) Changing cement quantity and/or admixtures. 22

5) Use of a shrinkage reducing admixture. 23

6) Reducing water/cement ratio. 24

7) Making changes to sampling practices 25

8) Possible consideration by the Contracting Officer of modifying the field shrinkage 26 acceptance criteria. 27

9) Other actions designed to minimize shrinkage and to provide better quality 28 assurance. 29

4. Once the initial field shrinkage testing requirement is met, any subsequent shrinkage testing 30 required during the remainder of the construction period shall use the field test result from 31 each initial field shrinkage test as a base line for acceptance. 32

a. If the base line acceptance criteria is not met, then the provisions of Paragraph 3.3 33

H.3.b above shall be enacted to re-establish compliance. 34

END OF SECTION 36

FORMWORK

03 11 13 - 1

SECTION 03 11 13 1

FORMWORK 2

PART 1 - GENERAL 3

1.1 SUMMARY 4

A. Section Includes: 5

1. Formwork requirements for concrete construction. 6

B. Related Specification Sections include but are not necessarily limited to: 7

1. Section 03 05 05 - Concrete Testing and Inspection. 8

2. Section 03 31 31 - Concrete Mixing, Placing, Jointing, and Curing. 9

3. Section 03 35 00 - Concrete Finishing and Repair of Surface Defects. 10

1.2 QUALITY ASSURANCE 11

A. Referenced Standards: 12

1. American Concrete Institute (ACI): 13

a. CT-13, Concrete Terminology. 14

b. 117, Specification for Tolerances for Concrete Construction and Materials. 15

c. 347R, Guide to Formwork for Concrete. 16

2. NSF International Standard (NSF) /American National Standards Institute (ANSI): 17

a. 61, Drinking Water System Components - Health Effects. 18

B. Qualifications: 19

1. Formwork, shoring and reshoring to be designed by a licensed professional engineer 20 currently registered or having a minimum of three years of experience in this type of design 21 work. 22

a. Above qualifications apply to slabs and beams not cast on the ground. 23

C. Miscellaneous: 24

1. Design and engineering of formwork, shoring and reshoring as well as its construction is the 25 responsibility of the Contractor. 26

2. Design requirements: 27

a. Design formwork for loads, lateral pressures and allowable stresses outlined in 28

ACI 347R and for design considerations, wind loads, allowable stresses and other 29 applicable requirements of the controlling local building code. 30

1) Where conflicts occur between the above two standards, the more stringent 31 requirements shall govern. 32

b. Design formwork to limit maximum deflection of form facing materials reflected in 33 concrete surfaces exposed to view to 1/240 of span between structural members. 34

3. For slabs and beams not cast on the ground, develop a procedure and schedule for removal 35 of shores and for calculating the loads transferred to the structure during this process in 36 accordance with ACI 347R. 37

a. Perform structural calculations as required to prove that all portions of the structure in 38 combination with remaining forming and shoring system has sufficient strength to 39 safely support its own weight plus the loads placed thereon. Calculations shall be 40 performed by a licensed professional engineer. 41

b. When developing procedure, schedule, and structural calculations, consider the 42 following at each stage of construction: 43

1) The structural system that exists. 44

2) Effects of all loads during construction. 45

3) Strength of concrete. 46

4) Modulus of elasticity (Young’s Modulus) of the concrete at the time of shoring and 47 form removal. 48

FORMWORK

03 11 13 - 2

5) The influence of deformations of the structure and shoring system on the 1 distribution of dead loads and construction loads. 2

6) The strength and spacing of shores or shoring systems used, as well as the method 3 of shoring, bracing, shore removal, and reshoring including the minimum time 4 intervals between the various operations. 5

7) Any other loading or condition that affects the safety or serviceability of the 6 structure during construction. 7

1.3 DEFINITIONS 8

A. Words and terms used in these Specifications are defined in ACI CT-13. 9

1.4 SUBMITTALS 10

A. Shop Drawings: 11

1. See Specification Section 01 33 23 – Submittal Procedures for the requirements for the 12 mechanics and administration of the submittal process. 13

2. Product technical data including: 14

a. Manufacturer and type of proposed form ties. 15

b. Manufacturer and type of proposed form release material. 16

PART 2 - PRODUCTS 17

2.1 MATERIALS 18

A. Forms for Surfaces Exposed to View: 19

1. Wood forms: 20

a. 5/8 or 3/4 IN 5-ply faced structural plywood of concrete form grade. 21

b. Built-in-place or prefabricated type panel. 22

2. Metal forms: 23

a. Metal forms may be used except for aluminum in contact with concrete. 24

b. Forms to be tight to prevent leakage, free of rust and straight without dents to provide 25 members of uniform thickness. 26

B. Forms for Surfaces Not Exposed to View: 27

1. Wood or metal sufficiently tight to prevent leakage. 28

2. Do not use aluminum forms. 29

2.2 ACCESSORIES 30

A. Form Ties: 31

1. Commercially fabricated for use in form construction. 32

a. Field fabricated ties are unacceptable. 33

2. Constructed so that ends or end fasteners can be removed without causing spalling at 34 surfaces of the concrete. 35

3. Embedded portion of ties to be not less than 1-1/2 IN from face of concrete after ends have 36 been removed. 37

4. Cone size: 38

a. 3/4 IN minimum diameter cones on both ends. 39

b. Depth of cone not to exceed the concrete reinforcing cover. 40

5. Provide ties with built-in waterstops in all walls that will be in contact with: 41

a. Process liquid during plant operation 42

b. Below grade soil. 43

6. Through-wall ties that are designed to be entirely removed are not allowed in all walls that 44 will be in contact with liquids during plant operation or below grade soil. 45

B. Form Release Material: 46

1. Provide form release material that conforms to NSF/ANSI Standard 61. 47

FORMWORK

03 11 13 - 3

PART 3 - EXECUTION 1

3.1 PREPARATION 2

A. Form Surface Treatment: 3

1. Before placing of reinforcing steel or concrete, cover surfaces of forms with an approved 4 release material that will effectively prevent absorption of moisture and prevent bond with 5 concrete, will not stain concrete or prevent bonding of future finishes. 6

a. A field applied form release agent or sealer of approved type or a factory applied 7 nonabsorptive liner may be used. 8

2. Do not allow excess form release material to stand in puddles in forms nor in contact with 9 hardened concrete against which fresh concrete is to be placed. 10

3. Apply form release material to minimize bugholes and pinholes. Follow manufacturer’s 11 printed installation instructions specific to the form facing material. 12

B. Provide temporary openings at base of column and wall forms and at other points where 13 necessary to facilitate cleaning and observation immediately before concrete is placed, and to 14 limit height of free fall of concrete to prevent aggregate segregation. 15

1. Temporary openings to limit height of free fall of concrete shall be spaced no more than 8 16

FT apart. 17

C. Clean surfaces of forms, reinforcing steel and other embedded materials of any accumulated 18 mortar or grout from previous concreting and of all other foreign material before concrete is 19 placed. 20

3.2 ERECTION 21

A. Install products in accordance with manufacturer's instructions. 22

B. Tolerances: 23

1. Conform to ACI 117. 24

2. Variation from plumb: 25

a. In lines and surfaces of columns, piers, walls, and in risers. 26

1) Maximum in any 10 FT of height: 1/4 IN. 27

2) Maximum for entire height: 1/2 IN. 28

b. For exposed corner columns, control-joint grooves, and other exposed to view lines: 29

1) Maximum in any 20 FT length: 1/4 IN. 30

2) Maximum for entire length: 1/2 IN. 31

3. Variation from level or from grades specified: 32

a. In slab soffits, ceilings, beam soffits and in arises, measured before removal of 33 supporting shores. 34

1) Maximum in any 10 FT of length: 1/4 IN. 35

2) Maximum in any bay or in any 20 FT length: 3/8 IN. 36

3) Maximum for entire length: 3/4 IN. 37

b. In exposed lintels, sills, parapets, horizontal grooves, and other exposed to view lines: 38

1) Maximum in any bay or in 20 FT length: 1/4 IN. 39

2) Maximum for entire length: 1/2 IN. 40

4. Variation of linear structure lines from established position in plan and related position of 41 columns, walls, and partitions: 42

a. Maximum in any bay: 1/2 IN. 43

b. Maximum in any 20 FT of length: 1/2 IN. 44

c. Maximum for entire length: 1 IN. 45

5. Variation in sizes and location of sleeves, floor openings, and wall openings: Maximum of 46

+1/2 IN. 47

6. Variation in horizontal plan location of beam, column and wall centerlines from required 48 location: Maximum of +1/2 IN. 49

7. Variation in cross sectional dimensions of columns and beams and in thickness of slabs and 50 walls: Maximum of -1/4 IN, +1/2 IN. 51

8. Footings and foundations: 52

FORMWORK

03 11 13 - 4

a. Variations in concrete dimensions in plan: -1/2 IN, +2 IN. 1

b. Misplacement or eccentricity: 2

1) 2% of footing width in direction of misplacement but not more than 2 IN. 3

c. Thickness: 4

1) Decrease in specified thickness: 5%. 5

2) Increase in specified thickness: No limit except that which may interfere with 6 other construction. 7

9. Variation in steps: 8

a. In a flight of stairs: 9

1) Rise: +1/8 IN. 10

2) Tread: +1/4 IN. 11

b. In consecutive steps: 12

1) Rise: +1/16 IN. 13

2) Tread: +1/8 IN. 14

10. Establish and maintain in an undisturbed condition and until final completion and 15 acceptance of Project, sufficient control points and benchmarks to be used for reference 16 purposes to check tolerances. 17

11. Regardless of tolerances listed allow no portion of structure to extend beyond legal 18 boundary of Project. 19

12. To maintain specified tolerances, camber formwork to compensate for anticipated 20 deflections in formwork prior to hardening of concrete. 21

C. Make forms sufficiently tight to prevent loss of mortar from concrete. 22

D. Place 3/4 IN chamfer strips in exposed to view corners of forms to produce 3/4 IN wide beveled 23 edges. 24

E. At construction joints, overlap contact surface of form sheathing for flush surfaces exposed to 25 view over hardened concrete in previous placement by at least 1 IN. 26

1. Hold forms against hardened concrete to prevent offsets or loss of mortar at construction 27 joint and to maintain a true surface. 28

2. Where possible, locate juncture of built-in-place wood or metal forms at architectural lines, 29 control joints or at construction joints. 30

F. Where circular walls are to be formed and forms made up of straight sections are proposed for 31 use, provide straight lengths not exceeding 2 FT wide. 32

1. Brace and tie formwork to maintain correct position and shape of members. 33

G. Construct wood forms for wall openings to facilitate loosening, if necessary, to counteract 34 swelling. 35

H. Anchor formwork to shores or other supporting surfaces or members so that movement of any 36 part of formwork system is prevented during concrete placement. 37

I. Provide runways for moving equipment with struts or legs, supported directly on formwork or 38 structural member without resting on reinforcing steel. 39

J. Provide positive means of adjustment (wedges or jacks) of shores and struts and take up all 40 settlement during concrete placing operation. 41

1. Securely brace forms against lateral deflection. 42

2. Fasten wedges used for final adjustment of forms prior to concrete placement in position 43 after final check. 44

3.3 REMOVAL OF FORMS 45

A. No construction loads shall be supported on, nor any shoring removed from, any part of the 46 structure under construction except when that portion of the structure in combination with 47 remaining forming and shoring system has sufficient strength to safely support its weight and 48 loads placed thereon. 49

FORMWORK

03 11 13 - 5

B. When required for concrete curing in hot weather, required for repair of surface defects or when 1 finishing is required at an early age, remove forms as soon as concrete has hardened sufficiently 2 to resist damage from removal operations or lack of support. 3

C. Remove top forms on sloping surfaces of concrete as soon as concrete has attained sufficient 4 stiffness to prevent sagging. 5

1. Perform any needed repairs or treatment required on such sloping surfaces at once, followed 6 by curing specified in Specification Section 03 31 31. 7

D. Loosen wood forms for wall openings as soon as this can be accomplished without damage to 8 concrete. 9

E. Formwork for columns, walls, sides of beams, and other parts not supporting weight of concrete 10 may be removed as soon as concrete has hardened sufficiently to resist damage from removal. 11

F. Where no reshoring is planned, leave forms and shoring used to support weight of concrete in 12 place until concrete has attained its specified 28-day compressive strength. 13

1. Where a reshoring procedure is planned, supporting formwork may be removed when 14 concrete has reached the concrete strength required by the formwork designer's structural 15 calculations. 16

G. When shores and other vertical supports are so arranged that non-load-carrying form facing 17 material may be removed without loosening or disturbing shores and supports, facing material 18 may be removed when concrete has sufficiently hardened to resist damage from removal. 19

3.4 RESHORING 20

A. No construction loads shall be supported on, nor any shoring removed from, any part of the 21 structure under construction except when that portion of the structure in combination with 22 remaining forming and shoring system has sufficient strength to safely support its weight and 23 loads placed thereon. 24

B. While reshoring is underway, no superimposed dead or live loads shall be permitted on the new 25 construction. 26

C. During reshoring do not subject concrete in structural members to combined dead and 27 construction loads in excess of loads that structural members can adequately support. 28

D. Place reshores as soon as practicable after stripping operations are complete but in no case later 29 than end of working day on which stripping occurs. 30

E. Tighten reshores to carry their required loads without overstressing. 31

F. Shoring, reshoring and supporting formwork may be removed when concrete has reached the 32 concrete strength required by the formwork designer's structural calculations. 33

G. For floors supporting shores under newly placed concrete leave original supporting shores in 34 place or reshore. 35

1. Reshoring system shall have a capacity sufficient to resist anticipated loads. 36

2. Locate reshores directly under a shore position above. 37

3.5 FIELD QUALITY CONTROL 38

A. Special Inspection: 39

1. See Section 01 40 00 and Statement of Structural Tests and Special Inspections forms for 40 special inspection requirements. 41

END OF SECTION 43

ANCHORAGE TO CONCRETE

03 15 19 - 1

SECTION 03 15 19 1

ANCHORAGE TO CONCRETE 2

PART 1 - GENERAL 3

1.1 SUMMARY 4

A. Section Includes: 5

1. Requirements for all cast-in-place anchor bolts, anchor rods, reinforcing anchorage 6 adhesive, and post-installed concrete anchors required for the Project but not specified 7 elsewhere in the Contract Documents. 8

2. Design of all concrete anchors not indicated on the Drawings including, but not limited to, 9 installation of anchors into concrete for the following structural and nonstructural 10 components: 11

a. Structural members and accessories. 12

b. Metal, wood, and plastic fabrications. 13

c. Architectural components. 14

d. Mechanical and electrical equipment and components. 15

e. Plumbing, piping, and HVAC work. 16

f. All other components requiring attachment to concrete. 17

B. Related Specification Sections include but are not necessarily limited to: 18

1. Section 01 81 10 – Wind and Seismic Criteria 19

2. Section 09 96 00 - High Performance Industrial Coatings. 20

3. Section 26 05 36 - Cable Tray. 21

4. Section 40 05 07 - Pipe Support Systems. 22

1.2 QUALITY ASSURANCE 23

A. Referenced Standards: 24

1. American Concrete Institute (ACI): 25

a. 318, Building Code Requirements for Structural Concrete and Commentary. 26

2. American Concrete Institute/Concrete Reinforcing Steel Institute (ACI-CRSI): 27

a. Adhesive Anchor Installation Certification Program: Adhesive Anchor Installer. 28

3. American Institute of Steel Construction (AISC): 29

a. 303, Code of Standard Practice for Steel Buildings and Bridges. 30

b. 355.2, Seismic Testing of Post-Installed Concrete and Masonry Anchors in Cracked 31

Concrete. 32

c. 355.4, Qualification of Post-Installed Adhesive Anchors in Concrete. 33

4. ASTM International (ASTM): 34

a. A36, Standard Specification for Carbon Structural Steel. 35

b. A108, Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished. 36

c. A123, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel 37

Products. 38

d. A153, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware. 39

e. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile 40

Strength. 41

f. A496, Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement. 42

g. A563, Standard Specification for Carbon and Alloy Steel Nuts. 43

h. A780, Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip 44

Galvanized Coatings. 45

i. F436, Standard Specification for Hardened Steel Washers. 46

j. F593, Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs. 47

k. F594, Standard…